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Shear strength of reinforced concrete columns with five-spiral reinforcement
Highlights Shear strength of shear-critical RC columns with five-spiral reinforcement was investigated. Cyclic testing of the large-scale columns was performed via double-curvature lateral loading. Shear capacity and failure state of the columns were compared with counterpart tied column. A modified Discrete Computational Shear Strength model was developed and applied for the tested columns.
Abstract Five-spiral transverse reinforcement for square reinforced concrete columns has been proven to possess a confinement capability superior to that of conventional rectilinear tie reinforcement. The objective of this research is to investigate the shear capacity of five-spiral reinforcement. Large-scale shear-critical five-spiral columns and comparable conventional tied columns were tested using double-curvature lateral cyclic loading. Test results showed that with the same amount and similar yield strengths of shear reinforcement and concrete compressive strengths, the column with five-spiral reinforcement exhibited a slightly lower shear strength than the counterpart tied column. All the five-spiral columns showed a lower speed of strength degradation after the peak load than counterpart tied columns. Failure of the five-spiral column under a high axial load was caused by fracture of the spirals. In contrast, failure of the rectilinear tie reinforcement was caused by premature failure of the hook anchorage. A modified Discrete Computational Shear Strength (DCSS) model was developed in this research for calculating the shear strength of five-spiral reinforcement. Comparison with the test results showed that the modified DCSS model provides conservative estimation of shear strength contributed by five-spiral reinforcement. Moreover, the DCSS model provides a degree of conservatism similar to the code equation for tie reinforcement.
Shear strength of reinforced concrete columns with five-spiral reinforcement
Highlights Shear strength of shear-critical RC columns with five-spiral reinforcement was investigated. Cyclic testing of the large-scale columns was performed via double-curvature lateral loading. Shear capacity and failure state of the columns were compared with counterpart tied column. A modified Discrete Computational Shear Strength model was developed and applied for the tested columns.
Abstract Five-spiral transverse reinforcement for square reinforced concrete columns has been proven to possess a confinement capability superior to that of conventional rectilinear tie reinforcement. The objective of this research is to investigate the shear capacity of five-spiral reinforcement. Large-scale shear-critical five-spiral columns and comparable conventional tied columns were tested using double-curvature lateral cyclic loading. Test results showed that with the same amount and similar yield strengths of shear reinforcement and concrete compressive strengths, the column with five-spiral reinforcement exhibited a slightly lower shear strength than the counterpart tied column. All the five-spiral columns showed a lower speed of strength degradation after the peak load than counterpart tied columns. Failure of the five-spiral column under a high axial load was caused by fracture of the spirals. In contrast, failure of the rectilinear tie reinforcement was caused by premature failure of the hook anchorage. A modified Discrete Computational Shear Strength (DCSS) model was developed in this research for calculating the shear strength of five-spiral reinforcement. Comparison with the test results showed that the modified DCSS model provides conservative estimation of shear strength contributed by five-spiral reinforcement. Moreover, the DCSS model provides a degree of conservatism similar to the code equation for tie reinforcement.
Shear strength of reinforced concrete columns with five-spiral reinforcement
Ou, Yu-Chen (author) / Li, Jhe-Yan (author) / Roh, Hwasung (author)
Engineering Structures ; 233
2021-01-15
Article (Journal)
Electronic Resource
English
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